CN205003027U - Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge - Google Patents
Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge Download PDFInfo
- Publication number
- CN205003027U CN205003027U CN201520798558.9U CN201520798558U CN205003027U CN 205003027 U CN205003027 U CN 205003027U CN 201520798558 U CN201520798558 U CN 201520798558U CN 205003027 U CN205003027 U CN 205003027U
- Authority
- CN
- China
- Prior art keywords
- base
- counter
- purlin
- web member
- force
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model relates to an experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge belongs to bridge structures experiment technical field, its technical scheme is including counter -force terrace and counter -force wall, be provided with the rigidity reaction frame on the counter -force terrace, still be provided with on the counter -force terrace and be used for laying the component base that node member is encircleed to the purlin formula, install gliding vertical rigidity base from top to bottom on the rigidity reaction frame, it encircles the horizontal hydraulic jack of node member chord member axis direction to be provided with perpendicular to purlin formula on the vertical rigidity base, two gliding slope rigidity bases are from top to bottom installed on the wall to the counter -force, it draws the pressure jack to be provided with respectively on the slope rigidity base along what node member web member axis direction was encircleed to the purlin formula. The utility model discloses the load of having applyed perpendicular to chord member axis consider vertical force that the jib produced to the influence of web member, purlin formula arch structure's atress is more unanimous in loading procedure and the actual engineering, can reflect the destruction mode of node more really.
Description
Technical field
The utility model relates to the experiment charger that web member node stress amplitude considered by a kind of purlin formula arch bridge, belongs to bridge structure experimental technique field.
Background technology
At present, CFST Arch Bridge has become the more important a kind of bridge type of China, and built more than 300, largest span reaches 530m; Wherein, lattice cross section (reaching 60%) is mostly adopted across footpath more than the Filled Steel Tubular Arch Bridge of 100m; Across footpath more than 150m, substantially all have employed lattice cross section.Destruction for the arch rib of Concrete Filled Steel Tube Truss Arch arch structure mainly occurs in the position of node, and therefore the failure mode of Concrete Filled Steel Tube Truss Arch arch structure is also more and more subject to the attention of scholar.
The loading characteristic of Concrete Filled Steel Tube Truss Arch arch structure between lattice column and trusses, not only existing compression column feature, but also have the loading characteristic of girder truss.Research shows, concrete filled steel tube lattice column and the stress performance of Concrete-Filled Steel Tube Truss Girder Under have significantly different, and failure mode is also different.The failure mode of concrete filled steel tube lattice column is generally main chord tube strength failure or press-bending unstable failure, and the failure mode of this and concrete filled steel tube braced arch structure node has certain something in common.Difference is for house architectural structure etc., the force modes of concrete filled steel tube lattice column is bending component, and web member is stressed smaller, but for steel-tube concrete girder arch bridge, web member stressed comparatively large (vertical force as suspension rod) is thus also important primary structure member.
Conventional Concrete Filled Steel Tube Truss Arch arch Joints becomes lattice column or trusses the equivalence of purlin formula arch when loading usually, node loads as the bending component being similar to lattice column or trusses, only consider the compressive stress amplitude etc. that the effect of main chord tube pressurized produces, have ignored the vertical force that web member produces by suspension rod effect.But for steel-tube concrete girder arch bridge, the vertical force of suspension rod affects comparatively large on the effect of web member and stress amplitude, should give consideration.
Utility model content
In order to reflect more specifically and truly the stress amplitude problem of main chord and web member node in steel-tube concrete girder arch bridge, the experiment charger that the purpose of this utility model is to provide a kind of modern design, web member node stress amplitude considered by the easy to operate and purlin formula arch bridge of reliable results.
To achieve these goals, the technical solution of the utility model is: the experiment charger of web member node stress amplitude considered by a kind of purlin formula arch bridge, comprise counter-force terrace and counter force wall, described counter-force terrace is provided with rigidity reaction frame, described rigidity reaction frame is provided with rigidity reaction beam, described counter-force terrace is also provided with the member base for laying purlin formula arch node component, described member base is positioned at the below of rigidity reaction beam, described rigidity reaction frame is provided with the vertical rigid base that can slide up and down, described vertical rigid base is provided with the horizontal hydraulic pressure lifting jack perpendicular to purlin formula arch node component chord member axis direction, described counter force wall is provided with two inclination rigid bases that can slide up and down, described inclination rigid base is respectively arranged with the tension and compression lifting jack along purlin formula arch node component web member axis direction, described rigidity reaction beam is provided with the horizontal stiffness base that can horizontally slip, described horizontal stiffness base is provided with the vertical hydraulic lifting jack along purlin formula arch node component chord member axis direction.
Further, the base plate of described rigidity reaction frame by bolt anchoring on counter-force terrace.
Further, described rigidity reaction beam is anchored on rigidity reaction frame by high-strength bolt or screw rod.
Further, the two ends of described member base are reserved with anchor plate respectively, and the anchor plate of lower end is by bolt anchoring on counter-force terrace, and the anchor plate of upper end is for being bolted the base plate of purlin formula arch node component.
Further, the material of described member base is concrete or steel.
Further, described vertical rigid base, inclination rigid base and horizontal stiffness base are the directional support slided along bottom side roller bearing.
Compared with prior art, the utility model has following beneficial effect: the stress amplitude problem not only considering main chord, and taken into full account stress amplitude problem at formula arch bridge interior joint place, purlin web member, by along the stress amplitude perpendicular to chord member axis direction and the lifting jack knot modification web member along web member axis direction, namely load perpendicular to chord member axis is applied with to the vertical force considered suspension rod and produce to the impact of web member, more real stress is reached with this, loading procedure is stressed more consistent with formula arch structure in purlin in Practical Project, the failure mode at braced arch structure node place can be reflected more truly.
Accompanying drawing explanation
Fig. 1 is the structural representation of the utility model embodiment.
Fig. 2 is the structure diagram of the utility model embodiment.
Mark in figure: 1-counter-force terrace, 2-counter force wall, 3-member base, 4-rigidity reaction frame, 5-purlin formula arch node component, 6-horizontal hydraulic pressure lifting jack, the vertical rigid base of 7-, 8-rigidity reaction beam, 9-screw rod and nut, 10-inclination rigid base, 11-tension and compression lifting jack, 12-horizontal stiffness base, 13-vertical hydraulic lifting jack, 14-loading blocks, 15-load plate, 16-roller bearing.
Embodiment
For above-mentioned feature and advantage of the present utility model can be become apparent, special embodiment below, and coordinate accompanying drawing, be described in detail below.
As shown in Figure 1 and 2, the experiment charger of web member node stress amplitude considered by a kind of purlin formula arch bridge, comprise counter-force terrace 1 and counter force wall 2, described counter-force terrace 1 is provided with rigidity reaction frame 4, described rigidity reaction frame 4 is provided with rigidity reaction beam 8, described counter-force terrace 1 is also provided with the member base 3 for laying purlin formula arch node component 5, described member base 3 is positioned at the below of rigidity reaction beam 8, described rigidity reaction frame 4 is provided with the vertical rigid base 7 that can slide up and down, described vertical rigid base 7 is provided with the horizontal hydraulic pressure lifting jack 6 perpendicular to purlin formula arch node component 5 chord member axis direction, described counter force wall 2 is provided with two inclination rigid bases 10 that can slide up and down, described inclination rigid base 10 is respectively arranged with the tension and compression lifting jack 11 along purlin formula arch node component 5 web member axis direction, described rigidity reaction beam 8 is provided with the horizontal stiffness base 12 that can horizontally slip, described horizontal stiffness base 12 is provided with the vertical hydraulic lifting jack 13 along purlin formula arch node component 5 chord member axis direction.
In the present embodiment, the base plate of described rigidity reaction frame 4 is by bolt anchoring on counter-force terrace 1, and described rigidity reaction beam 8 is anchored on rigidity reaction frame 4 by high-strength bolt or screw rod.
In the present embodiment, the two ends of described member base 3 can be reserved with anchor plate respectively, and the anchor plate of lower end is by bolt anchoring on counter-force terrace 1, and the anchor plate of upper end is for being bolted the base plate of purlin formula arch node component 5.The material of described member base 3 can select concrete or steel, can also be the combination of the two certainly.
In the present embodiment, described vertical rigid base 7, inclination rigid base 10 and horizontal stiffness base 12 are the directional support slided along bottom side roller bearing 16.
In the present embodiment, the using method of the experiment charger of web member node stress amplitude considered by this purlin formula arch bridge, comprises the following steps:
(1) the position erection rigidity reaction frame 4 designed before testing factually and rigidity reaction beam 8, the base plate of rigidity reaction frame 4 and counter-force terrace 1 are with together with bolt anchoring, and rigidity reaction beam 8 passes through high-strength bolt or screw rod anchoring with rigidity reaction frame 4.
(2) member base 3 made in advance is installed, and purlin formula arch node component 5 is placed on member base 3, the base plate that the anchor plate that member base 3 two ends are reserved encircles node component 5 respectively by bolt and counter-force terrace 1 and purlin formula is connected, and the anchor plate of the upper and lower end of member base 3 makes according to the size of purlin formula arch node component 5 base plate.
(3) in the precalculated position of rigidity reaction frame 4, the vertical rigid base 7 that can slide up and down is installed, and horizontal hydraulic pressure lifting jack 6 is arranged on vertical rigid base 7, by regulating vertical rigid base 7 to make the loading axes normal of horizontal hydraulic pressure lifting jack 6 in the chord member axis of purlin formula arch node component 5, to apply the load perpendicular to chord member axis direction to purlin formula arch node component 5; Arrange a loading blocks 14 for concentrated loading at chord member towards the position of horizontal hydraulic pressure lifting jack 6, the two ends of loading blocks 14 encircle node component 5 with purlin formula respectively and load plate 15 is welded, and load plate 15 is connected with bolt with horizontal hydraulic pressure lifting jack 6.
(4) in the desired height position of counter force wall 2, two inclination rigid bases 10 that can slide up and down are installed, and two tension and compression lifting jack 11 are arranged on two inclination rigid bases 10 respectively, the web joint bolt anchoring that the web ends that tension and compression lifting jack 11 end and purlin formula encircle node component 5 is reserved, by regulating inclination rigid base 10 to make the loading axis of tension and compression lifting jack 11 and purlin formula encircle the corresponding web member dead in line of node component 5, to apply the load along web member axis direction to purlin formula arch node component 5; By the stress amplitude of horizontal hydraulic pressure lifting jack 6 and tension and compression lifting jack 11 knot modification web member, to reach more real stress, and obtain the failure mode of time of day lower node.
(5) the horizontal stiffness base 12 that can horizontally slip is installed in the precalculated position of rigidity reaction beam 8, and vertical hydraulic lifting jack 13 is arranged on horizontal stiffness base 12, by regulating horizontal stiffness base 12 to make the loading axis of vertical hydraulic lifting jack 13 and purlin formula encircle the chord member dead in line of node component 5, to apply the load along chord member axis direction to purlin formula arch node component 5.
In the present embodiment, when described tension and compression lifting jack 11 is to web member load application, will arrange inclination rigid base 10 according to the angle of web member, described inclination rigid base 10 is used to regulate the loading direction to the tension and compression lifting jack 11 that web member loads.
In the present embodiment, the shape of described load plate 15 is identical with the tip shapes of horizontal hydraulic pressure lifting jack 6 or as far as possible similar, so that the two is by bolt anchoring, and makes the loading axis of horizontal hydraulic pressure lifting jack 6 through load plate 15 center.
The utility model is not limited to above-mentioned preferred forms, and anyone can show that under enlightenment of the present utility model the experiment charger of web member node stress amplitude considered by other various forms of purlins formula arch bridges.All equalizations done according to the utility model claim change and modify, and all should belong to covering scope of the present utility model.
Claims (6)
1. the experiment charger of a purlin formula arch bridge consideration web member node stress amplitude, it is characterized in that: comprise counter-force terrace and counter force wall, described counter-force terrace is provided with rigidity reaction frame, described rigidity reaction frame is provided with rigidity reaction beam, described counter-force terrace is also provided with the member base for laying purlin formula arch node component, described member base is positioned at the below of rigidity reaction beam, described rigidity reaction frame is provided with the vertical rigid base that can slide up and down, described vertical rigid base is provided with the horizontal hydraulic pressure lifting jack perpendicular to purlin formula arch node component chord member axis direction, described counter force wall is provided with two inclination rigid bases that can slide up and down, described inclination rigid base is respectively arranged with the tension and compression lifting jack along purlin formula arch node component web member axis direction, described rigidity reaction beam is provided with the horizontal stiffness base that can horizontally slip, described horizontal stiffness base is provided with the vertical hydraulic lifting jack along purlin formula arch node component chord member axis direction.
2. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: the base plate of described rigidity reaction frame by bolt anchoring on counter-force terrace.
3. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: described rigidity reaction beam is anchored on rigidity reaction frame by high-strength bolt or screw rod.
4. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: the two ends of described member base are reserved with anchor plate respectively, the anchor plate of lower end is by bolt anchoring on counter-force terrace, and the anchor plate of upper end is for being bolted the base plate of purlin formula arch node component.
5. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: the material of described member base is concrete or steel.
6. the experiment charger of web member node stress amplitude considered by purlin according to claim 1 formula arch bridge, it is characterized in that: described vertical rigid base, inclination rigid base and horizontal stiffness base are the directional support slided along bottom side roller bearing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520798558.9U CN205003027U (en) | 2015-10-16 | 2015-10-16 | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520798558.9U CN205003027U (en) | 2015-10-16 | 2015-10-16 | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205003027U true CN205003027U (en) | 2016-01-27 |
Family
ID=55159911
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520798558.9U Expired - Fee Related CN205003027U (en) | 2015-10-16 | 2015-10-16 | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205003027U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105203398A (en) * | 2015-10-16 | 2015-12-30 | 福州大学 | Experiment loading device and method considering stress amplitude of web member joint and applied to truss arch bridge |
| CN110736820A (en) * | 2019-10-29 | 2020-01-31 | 中国石油大学(华东) | Model test device of landslide area pipeline safety |
-
2015
- 2015-10-16 CN CN201520798558.9U patent/CN205003027U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105203398A (en) * | 2015-10-16 | 2015-12-30 | 福州大学 | Experiment loading device and method considering stress amplitude of web member joint and applied to truss arch bridge |
| CN105203398B (en) * | 2015-10-16 | 2018-04-13 | 福州大学 | Purlin formula arch bridge considers the experiment loading device and method of web member node stress amplitude |
| CN110736820A (en) * | 2019-10-29 | 2020-01-31 | 中国石油大学(华东) | Model test device of landslide area pipeline safety |
| CN110736820B (en) * | 2019-10-29 | 2022-07-19 | 中国石油大学(华东) | Model test device of landslide area pipeline security |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105203398A (en) | Experiment loading device and method considering stress amplitude of web member joint and applied to truss arch bridge | |
| CN201972237U (en) | Section prefabricated rectangular steel pipe concrete truss | |
| CN204282199U (en) | Pile-column concrete hollow pile bridge pier structure | |
| CN102912972B (en) | Multifunctional lifting steel platform switching jig and construction method | |
| CN102061742B (en) | Shockproof reinforced concrete pseudo-classic building structural system | |
| CN106836558A (en) | A kind of buckling-restrained steel plate wall Lateral Resistant System of structural construction function integration | |
| CN104695341A (en) | Non-self-balanced beam string structure for reinforcing large-span continuous beam bridge | |
| CN108590242A (en) | Assembling type steel structure one-shot job canopy and its installation method | |
| CN101748796B (en) | Large-span mill construction with super heavy-duty steel structure and design method thereof | |
| CN108193607A (en) | Fabricated prestressed truss for reinforcement and construction method thereof | |
| CN108999088A (en) | A kind of construction method of cable-stayed bridge | |
| CN101440598A (en) | Steel box-concrete combined box plate arch structure and construction method thereof | |
| CN205003027U (en) | Experiment loading device of web member node stress amplitude is considered to purlin formula arched bridge | |
| CN110656723B (en) | Rail support for sliding construction of cylindrical arch shell roof | |
| CN103046644A (en) | Cold-formed thin-walled steel column and beam structural system for multistoried building | |
| CN203034799U (en) | Tower hoist standard knot bearing overhead support formwork steel platform structure | |
| CN204059756U (en) | The truss of a kind of pre-stressed steel pipe concrete purlin sheet and structure thereof | |
| CN111172972A (en) | Steel-concrete combined shear pile of long-span arch bridge | |
| CN203383134U (en) | Long-span curve steel truss web PC combined bridge | |
| CN202401384U (en) | Ballasting structure of steel-truss cable-stayed bridge | |
| CN202913677U (en) | Multifunctional conversion scaffold capable of lifting steel platform | |
| CN213869065U (en) | Connection structure for concrete building layer-adding reconstruction | |
| CN111254827B (en) | Stay cable and bridge tower anchoring structure and manufacturing method | |
| CN105220609B (en) | Combined beam self-anchored suspension bridge and construction process thereof | |
| CN204326556U (en) | A kind of large-span truss for both wired upper bridge constructions is safe guarding shed |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160127 Termination date: 20211016 |